新疆伊犁河谷地区是我国西北重要的季冻区，拥有独特且复杂的地质环境，对工程建设构成严峻挑战。在自然气候因素作用下，尤其是反复的冻融循环，引发了强烈的工程地质效应。在冻结期，温度梯度驱动地下水分向上迁移，在表层黄土中产生冻胀，增加了浅层土体的自重，还降低了其渗透性。融雪期，一方面水分难以有效下渗，另一方面通过被冻融劣化增大的渗透通道快速下渗，使底部黄土显著增湿软化，强度急剧降低。因此造成浅层黄土滑坡以及路基拱胀、路面开裂、不均匀沉降、翻浆和塌陷等病害。因此，在伊犁地区进行工程建设，尤其是高等级公路、铁路的路基、边坡和地基处理，必须高度重视季节性冻融循环这种环境因素对浅层土的影响。

本文以伊犁则克台地区的黄土为研究对象，通过开展了湿—密—冻融循环下的不固结不排水三轴试验，揭示了三种因素下土体的强度劣化和高度变化。提出并验证了新型制样方法的可行性和合理性。通过开展固结排水三轴试验，分析了不同约束状态下原状土和重塑土的应力应变曲线，体变应变曲线，强度参数和表面劣化的变化规律，并提出冻融循环下土体的结构性参数。通过开展SEM试验，对比分析了原状土和重塑土的内部结构，佐证了试验研究的可靠性。提出了符合该地区冻融循环后土体强度的损伤本构模型。主要研究工作及结论如下：

1.通过人工制备冻融循环下无上部约束的试样，提出了一种提供土体变形的新型制样方法。通过UU试验，分析了伊犁结构性黄土的力学特性和表面劣化。浅层伊犁黄土强度随冻融循环次数增加而降低，但在含水率20.25%时略有上升。含水率对土壤强度的影响最为显著，其次为干密度。当含水量与干密度较低时，应力—应变曲线由软化转为硬化所需冻融循环次数较少；高含水量条件下曲线全程呈硬化趋势。当归一化强度K小于0.5时，土壤应变曲线硬化；当K大于0.5时，土壤应变曲线软化。在冻融作用下，未饱和浅层伊犁黄土的高度在低含水量和接近最优含水率时变化甚微。在特定干密度下，高度变化呈现动态现象：先增后减再增。提出了考虑初始含水率、干密度及冻融循环次数的损伤系数综合。建立的耦合损伤本构模型同时满足上述三项因素并能够适用于结构性黄土。该模型能较准确预测湿—密—冻融条件下伊犁浅层黄土应力—应变曲线的变化以及结构性黄土的应力—应变曲线的变化。

2.通过人工制备冻融循环下无上部约束的饱和试样进行CD试验，对比分析了原状土和重塑土力学特性，并以此得出土体在冻融循环条件的结构性参数变化规律，同时通过新型制样方式能够清晰的观测饱和土体在经历冻融循环后表面劣化的规律。完全约束冻融循环条件下土体的强度大于无上部约束冻融下土体的强度。土体在冻融循环前，体变随应变出现先增后减的现象，即土体在荷载作用下先发生剪胀后发生剪缩。在冻融循环后土体的体变随应增大出现持续增长的现象，即剪缩。随着冻融循环的增大，原状土和重塑土的黏聚力和内摩擦角都逐渐降低。完全约束冻融循环下原状土和重塑土的黏聚力和内摩擦角大于上部无约束的原状土和重塑土。冻融循环下完全约束的土体结构性参数远小于上部无约束的土体，随着冻融循环次数的增加，差距变大。随着冻融循环次数的增加，土体表面的劣化逐渐加剧。土体表面孔隙数量增多，孔隙大小增大。没有上部约束的土体孔隙数量，和孔隙大小都大于完全约束的土体。当土体的黏聚力和内摩擦角低于某一个值时，土体表面开始出现劣化，当这个值进一步降低到某一个值时，冻融循环对土体的影响由上部扩展到下部。

3.通过SEM试验，分析了冻融循环下两种约束方式的微观结构变化规律。5mm处的土体内部结构都以大颗粒和大孔隙为主，胶结结构较多。土样在40mm处的土颗粒大小相较于75mm处减小，孔隙数量相较于75mm增多，胶结结构减少。土样在5mm处受冻融作用最大，土体中的大颗粒在冻胀力的作用下破碎为小颗粒，出现大量小孔隙。随冻融循环次数增加，土体内部颗粒大小逐渐减小，胶结结构减少，孔隙数量增多，孔隙增大。冻融循环下完全约束的土体内部颗粒都大于无上部约束的土体，孔隙大小小于无上部约束的土体，孔隙数量也相对较小。冻融循环作用对土体内部的破坏程度小于无上部约束的土体，无上部约束的土体结构性更强。

The Ili River Valley region in Xinjiang constitutes a significant permafrost zone in northwest China, presenting a unique and complex geological environment that poses formidable challenges to engineering construction. Under the influence of natural climatic factors, particularly the repeated freeze-thaw cycles, pronounced engineering geological effects are induced. During the freezing period, temperature gradients drive groundwater migration upwards, causing frost heave in the surface loess. This increases the self-weight of shallow soils while simultaneously reducing their permeability. During the thaw period, water finds it difficult to infiltrate effectively. Simultaneously, it rapidly percolates through enlarged permeable pathways created by freeze-thaw degradation, significantly increasing moisture content and softening the underlying loess. This leads to a sharp reduction in strength, causing shallow loess landslides and engineering defects such as embankment heaving, pavement cracking, differential settlement, frost heave, and subsidence. Consequently, engineering projects in the Ili region particularly for high-grade highways and railways involving subgrade, slope, and foundation treatment must accord paramount importance to the impact of seasonal freeze-thaw cycles on shallow soils.

This study examines loess from the Zeketai area of Ili. Through conducting non-consolidated, undrained triaxial tests under wet-dense-freeze-thaw cycles, it reveals strength degradation and height variations in soil under these three factors. A novel sampling methodology was proposed and validated for its feasibility and rationality. Consolidated drained triaxial tests analysed stress-strain curves, volume-strain curves, strength parameters, and surface degradation patterns of undisturbed and remoulded soils under varying confinement conditions, establishing structural parameters for freeze-thaw-cycled soils. Through SEM investigations, comparative analysis of the internal structures of undisturbed and remoulded soils was conducted, corroborating the reliability of the experimental research. A damage constitutive model consistent with the strength behaviour of soils subjected to freeze-thaw cycles in this region was proposed. The principal research work and conclusions are as follows:

1. A novel specimen preparation method for inducing soil deformation was proposed by manually preparing specimens without upper confinement under freeze-thaw cycles. The mechanical properties and surface degradation of Yili structural loess were analysed through UU tests. The strength of shallow Yili loess decreased with increasing freeze-thaw cycles, though it showed a slight increase at a moisture content of 20.25%. Moisture content exerted the most significant influence on soil strength, followed by dry density. At low moisture and dry density conditions, fewer freeze-thaw cycles were required for the stress-strain curve to transition from softening to hardening; under high moisture conditions, the curve exhibited a consistent hardening trend throughout. When the normalised strength K was less than 0.5, the soil strain curve hardened; when K exceeded 0.5, the soil strain curve softened. Under freeze-thaw action, the height of unsaturated shallow Ili loess exhibits minimal variation at low moisture contents and near optimal moisture content. At specific dry densities, height changes follow a dynamic pattern: increasing, then decreasing, then increasing again. A comprehensive damage coefficient incorporating initial moisture content, dry density, and freeze-thaw cycle count is proposed. The coupled damage constitutive model developed satisfies all three of the above criteria and is applicable to structural loess. This model can accurately predict changes in the stress–strain curves of shallow loess in the Ili region, as well as those of structural loess, under wet, dense and freeze-thaw conditions.

2. Through conducting CD tests on artificially prepared saturated specimens subjected to freeze-thaw cycles without upper confinement, a comparative analysis was performed on the mechanical properties of undisturbed and remoulded soils. This yielded the variation patterns of structural parameters in soil under freeze-thaw cycling conditions. Concurrently, the novel specimen preparation method enabled clear observation of surface degradation patterns in saturated soils following freeze-thaw cycles. Soil strength under fully confined freeze-thaw cycles exceeds that under unconstrained freeze-thaw conditions. Prior to freeze-thaw cycles, soil volumetric change exhibits an initial increase followed by decrease with strain, indicating shear expansion followed by shear contraction under loading. Post-cycle, volumetric change increases continuously with strain, reflecting sustained shear contraction. With increasing freeze-thaw cycles, both cohesion and internal friction angle decrease progressively in both undisturbed and remoulded soils. Under fully constrained freeze-thaw cycles, cohesion and internal friction angle are higher in both undisturbed and remoulded soils than in their unconstrained counterparts. Structural parameters of fully constrained soils under freeze-thaw cycles are significantly lower than those of unconstrained soils, with this disparity widening as cycle numbers increase. As the number of freeze-thaw cycles increases, surface degradation of the soil gradually intensifies. The number of surface pores increases, and pore size expands. The number of pores and pore size in unconstrained soil are both greater than those in fully constrained soil. When the cohesion and internal friction angle of the soil fall below a certain threshold, surface degradation begins. Upon further reduction to another threshold, the effects of freeze-thaw cycles propagate from the upper to the lower soil layers.

3. Through SEM testing, the microstructural changes under freeze-thaw cycles for both confinement methods were analysed. At the 5mm depth, the internal structure of the soil samples predominantly featured large particles and large voids, with a significant amount of cemented structure. At the 40mm depth, soil particle size decreased compared to the 75mm depth, while the number of voids increased relative to the 75mm depth, and cemented structure diminished. The 5mm section of the soil sample experienced the most pronounced freeze-thaw effects. Under the action of frost heave forces, the large particles within the soil fractured into smaller particles, resulting in the formation of numerous small pores. With increasing freeze-thaw cycles, particle size within the soil gradually diminishes, cemented structures decrease, pore count increases, and pore size expands. Under freeze-thaw cycles, fully confined soil contains larger internal particles than unconstrained soil, smaller pore sizes, and relatively fewer pores. The degree of internal damage caused by freeze-thaw cycles is less than in unconstrained soil, which exhibits stronger structural integrity.

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